Waste mud composite tubular pile and preparation method
By filling the prefabricated pipe pile core and the pile hole wall, waste mud composite pipe piles are formed, the problems of limited consumption and insufficient compressive strength of waste mud treatment methods are solved, and efficient utilization and construction efficiency of waste mud are achieved.
Patent Information
- Application Number
- CN202510700700.X
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-05-28
- Publication Date
- 2025-07-08
AI Technical Summary
In the prior art, waste slurry treatment methods have limited consumption or require the addition of a large amount of cement, which makes it difficult to achieve ideal compressive strength, and the treatment process is complicated and difficult to effectively utilize.
Waste mud and soft soil curing agent are used to form waste mud solidification liquid, which is filled between the prefabricated pipe-type pile core and the pile hole wall to form waste mud composite pipe-type piles. Using the load-bearing performance of waste mud solidification liquid, waste mud solidification liquid is injected through the grouting pipe to a set height to form a tight load transfer mode.
The zero emission and efficient utilization of waste mud are achieved, the compressive strength of the pile perimeter medium is improved, the bearing capacity of single piles is enhanced, the deformation of pile body is reduced, the transportation cost of engineering is reduced, and the construction method is optimized.
Smart Images
Figure CN120273334A_ABST
Abstract
Description
Technical Field
[0001] The invention belongs to the technical field of pile foundation in geotechnical engineering, and particularly relates to a waste mud composite pipe pile and a preparation method thereof. Background Technique
[0002] Disclosing the information of this background technical part is only intended to increase the understanding of the overall background of the present invention, and is not necessarily regarded as an admission or an implication in any form that this information constitutes the prior art already known to those of ordinary skill in the art.
[0003] As a commonly used pile foundation support structure, bored composite piles are often used in large-scale infrastructure such as bridges, high-rise buildings, and underground space development. A large amount of waste mud is generated during the construction of bored composite piles. These muds are mainly composed of water, clay, drill cuttings and other additives, and have the characteristics of high water content, strong fluidity, and difficult recycling. Traditional waste mud treatment methods mainly include natural sedimentation method, chemical flocculation method and landfill method, etc. It is found that these methods all have obvious limitations.
[0004] Although waste mud treatment equipment is provided in the prior art, the solid particles prepared by it are only suitable for preparing concrete, and the consumption is limited; or a large amount of cement needs to be added to the grouting material based on waste mud. Once the cement addition is insufficient, it is difficult to obtain ideal compressive strength. Summary of the Invention
[0005] In view of the current technical status, the purpose of the present invention is to provide a waste mud composite pipe pile and a preparation method thereof. The waste mud can be transformed into the surrounding medium of the pile, so as to give full play to the bearing performance.
[0006] In order to achieve the above purpose, the technical solution of the present invention is as follows:
[0007] In the first aspect, a waste mud composite pipe pile includes a precast pipe pile core, and waste mud curing liquid is filled between the precast pipe pile core and the pile hole wall; circumferential grooves are arranged on the surface of the precast pipe pile core, and a plurality of the circumferential grooves are distributed at intervals along the length direction of the precast pipe pile core; the waste mud curing liquid includes waste mud and soft soil curing agent with a mass ratio of 10:(1-2.5).
[0008] In the second aspect, a preparation method of the above waste mud composite pipe pile includes the following steps:
[0009] S1. Drill to the set soil layer, and prepare waste mud curing liquid by mixing the waste mud discharged from the drill hole and the soft soil curing agent;
[0010] S2. During the process of lifting the drill bit upward, spray the waste mud curing liquid from the nozzle of the drill bit onto the hole wall, stop spraying the waste mud curing liquid until the hole wall does not collapse, and then lift the drill bit completely out;
[0011] S3. Insert the core of the precast pipe pile into the drilled hole, sink the grouting pipe outside the core of the precast pipe pile, and inject the waste mud curing liquid through the grouting pipe to a set height to form a waste mud composite pipe pile.
[0012] The beneficial effects of the present invention are as follows:
[0013] 1. The present invention conducts an external circulation recoverable treatment on the waste mud generated by drilling and converts it into the medium around the pile, achieving zero discharge of waste mud. The HR soft soil curing agent is used for soft soil curing, and the curing effect is better than that of cement, and it can significantly improve the compressive strength of the medium around the pile, thereby improving the bearing capacity of a single pile and reducing the deformation of the pile body. A load transfer mode of the soil around the pile - waste mud curing liquid - core of the precast pipe pile is formed, giving full play to the bearing performance of the pile core and the waste mud curing liquid.
[0014] 2. The waste mud curing liquid of the present invention can be prepared on site, enabling the waste mud to be taken and used at any time, greatly reducing the engineering transportation cost and optimizing the construction method. Description of the Drawings
[0015] The attached drawings forming a part of the present invention are used to provide a further understanding of the present invention. The schematic embodiments of the present invention and their descriptions are used to explain the present invention and do not constitute an improper limitation to the present invention.
[0016] Figure 1 It is a schematic structural diagram of the waste mud composite pipe pile in Embodiment 1 of the present invention.
[0017] Figure 2 It is in Embodiment 1 of the present invention Figure 1 View A - A.
[0018] Figure 3 It is a schematic diagram of the preparation method of the waste mud composite pipe pile in Embodiment 1 of the present invention.
[0019] Wherein: 1. Core of the precast pipe pile; 2. Waste mud curing liquid; 3. Soil around the pile; 4. Long - auger drill; 5. Grouting pipe. Detailed Embodiments
[0020] It should be noted that the following detailed description is exemplary and is intended to provide further illustration of the present invention. Unless otherwise specified, all technical and scientific terms used herein have the same meaning as commonly understood by those of ordinary skill in the technical field to which the present invention belongs.
[0021] It should be noted that the terms used herein are only for describing specific embodiments and are not intended to limit the exemplary embodiments according to the present invention. As used herein, unless the context clearly indicates otherwise, the singular forms are also intended to include the plural forms. In addition, it should be understood that when the terms "comprising" and / or "including" are used in this specification, they specify the presence of features, steps, operations, devices, components, and / or combinations thereof.
[0022] A waste mud composite pipe pile includes a precast pipe pile core, and a waste mud curing liquid is filled between the precast pipe pile core and the pile hole wall; a circumferential groove is arranged on the surface of the precast pipe pile core, and a plurality of the circumferential grooves are distributed at intervals along the length direction of the precast pipe pile core; the waste mud curing liquid includes waste mud and soft soil curing agent with a mass ratio of 10:(1-2.5).
[0023] In the above setting, the waste mud curing liquid made of waste mud forms a pile peripheral medium and fills the gap between the precast pipe pile core and the pile peripheral soil. After curing, it mechanically engages with the groove of the precast pipe pile core. The adhesive force and mechanical engagement force between the pile peripheral medium and the precast pipe pile core work together, which can improve the bearing capacity and load transfer efficiency, form a tight waste mud curing liquid wrapping layer, and realize the load transfer mode of pile peripheral soil - waste mud curing liquid - precast pipe pile core, and can give full play to the bearing performance of the pile core and the waste mud curing liquid.
[0024] Optionally, the waste mud curing liquid includes waste mud, soft soil curing agent and exogenous water with a mass ratio of 10:(1-2.5):(1.5-2.5); the dosage of the soft soil curing agent is 8-25wt%; the specific dosage ratios should be determined according to the requirements of actual construction conditions.
[0025] Optionally, the length of the circumferential groove is not greater than 1 / 2 of the circumference of the precast pipe pile core, and a plurality of the circumferential grooves are alternately distributed according to a set orientation to prevent the groove from reducing the mechanical properties of the precast pipe pile core.
[0026] Optionally, there is a through hole along the length direction in the center of the precast pipe pile core, and the waste mud curing liquid is filled in the through hole; the through hole is beneficial to implanting the precast pipe pile core into the pile hole that has been partially filled with the waste mud curing liquid during construction, and can also increase the consumption of the waste mud curing liquid.
[0027] Optionally, the soft soil curing agent is selected as HR soft soil curing agent.
[0028] The preparation method of the above waste mud composite pipe pile includes the following steps:
[0029] S1. Drill to the set soil layer and prepare the waste mud discharged from the drill hole and the soft soil curing agent into waste mud curing liquid;
[0030] S2. During the process of lifting the drill bit upward, spray the waste mud curing liquid from the nozzle of the drill bit onto the hole wall until the hole wall does not collapse, then stop spraying the waste mud curing liquid and lift out the entire drill bit;
[0031] S3. Insert the precast pipe pile core into the drill hole, sink the grouting pipe outside the precast pipe pile core, and inject the waste mud curing liquid through the grouting pipe to the set height to form a waste mud composite pipe pile.
[0032] In the above process, the waste mud discharged from the drill hole of the pile hole can be directly prepared into waste mud curing liquid and recycled into the pile hole, which greatly improves the construction efficiency. And before inserting the precast pipe pile core, use the waste mud curing liquid to protect the hole wall to form a hole, which effectively ensures the smooth progress of the construction and effectively guarantees the project quality.
[0033] Optionally, in S1, the drill hole diameter is 150 - 200 mm larger than the outer diameter of the precast pipe pile core, providing a margin for injecting the waste mud curing liquid and inserting the precast pipe pile core.
[0034] Optionally, in S1, the preparation method includes: mixing the waste mud and the soft soil curing agent in a set proportion and stirring evenly until the fluidity of the waste mud curing liquid is not less than 160 mm after 30 minutes to meet the construction requirements.
[0035] Optionally, in S2, after the drill bit reaches the set depth, lift the drill bit upward at a constant speed (0.3 - 0.5 m / min), and at the same time spray the waste mud curing liquid under high pressure (2 - 3 MPa) through the nozzle of the drill bit; since the slurry spraying holes are located on the side wall of the drill bit, the curing liquid is sprayed evenly along the gaps of the spiral blades, the liquid level is stable and the hole does not collapse, and stop spraying when the liquid level is about 1 m higher than the groundwater level to complete the operation of protecting the hole wall to form a hole.
[0036] Optionally, in S2, the liquid level change is monitored in real time through a liquid level sensor, and the sudden drop of the liquid level reflects the local collapse of the hole wall; or during the grouting process, the grouting pressure is monitored through the pressure sensor built in the drill pipe, and the abnormal fluctuation (such as sudden drop) of the pressure reflects the loosening or collapse of the soil body of the hole wall.
[0037] Optionally, in S3, sink the grouting pipe into the through hole of the precast pipe pile core, inject the waste mud curing liquid into the through hole to the set height, and the operations of injecting the waste mud curing liquid outside and inside the precast pipe pile core are carried out synchronously.
[0038] Optionally, in S3, after the grouting is completed, cure for a set time to realize the curing of the waste mud curing liquid.
[0039] Optionally, it further includes step S4: sampling and detecting the pile surrounding medium formed by the waste mud curing liquid in the through hole and around the precast tubular pile core.
[0040] Embodiment 1
[0041] A waste mud composite tubular pile, as Figure 1 shown, includes a precast tubular pile core 1. A pile surrounding medium formed by a waste mud curing liquid 2 is filled between the precast tubular pile core 1 and the pile surrounding soil body 3, and the pile surrounding medium and the precast tubular pile core 1 are buried in the pile surrounding soil body 3; a circumferential groove is provided on the surface of the precast tubular pile core 1. The dimension of the circumferential groove in the length direction of the precast tubular pile core 1 is the width, which is 50 mm. The length of the circumferential groove is 1 / 2 of the circumference of the precast tubular pile core, and they are alternately distributed on both sides of the precast tubular pile core 1, so as to increase the mechanical biting force between the precast tubular pile core 1 and the waste mud curing liquid 2 on the basis of the bonding force, enabling them to work better together and improving the bearing capacity and load transfer efficiency.
[0042] The pile diameter of the precast tubular pile core 1 is 500 mm and the length is 15 m. The hole diameter of the pile surrounding soil body 3 is 200 mm larger than the pile diameter of the precast tubular pile core 1, then the layer thickness of the waste mud curing liquid 2 is about 100 mm; the groove depth of the circumferential groove on the precast tubular pile core 1 is 5 - 10 mm, and the distance between adjacent circumferential grooves is 1 m, which is set according to the overall length of the precast tubular pile core 1.
[0043] The waste mud curing liquid includes waste mud, soft soil curing agent, and exogenous water with a mass ratio of 10:2.5:2.5; through preliminary experimental determination, its performance is as follows: when the curing period age is 7 d, the compressive strength of the waste mud solidified body formed by the solidification of the waste mud curing liquid is about 1.6 MPa; when the curing period age is 28 d, the compressive strength of the waste mud solidified body is about 2.4 MPa; when the curing period age is 90 d, the compressive strength of the waste mud solidified body is about 3.6 MPa.
[0044] As Figure 2 shown, there is a through hole along the length direction in the center of the precast tubular pile core 1, and the through hole is filled with the waste mud curing liquid 2; the through hole is beneficial for implanting the precast tubular pile core into the pile hole that has been partially filled with the waste mud curing liquid during construction, and can also increase the consumption of the waste mud curing liquid.
[0045] The soft soil curing agent is selected as the HR soft soil curing agent, specifically the HR-SS-W-S1 type soft soil curing agent in the technical document "Zhang Qijun, Yan Nan, Wang Yonghong, etc. Research and Engineering Application of HR Soft Soil Curing Agent [J]. Geotechnical Investigation & Surveying, 2024, 52(8)".
[0046] In the construction method of this embodiment, a long auger drill is selected, with a height ranging from 30m to 40m and a total weight of about 60 tons to 150 tons. It can replace the auger drill rods with different diameters, and the hole-forming diameter is 400mm to 1200mm, and the maximum pile-forming depth is 40m, and the slewing angle is ±90°, enabling the long auger drilling rig to flexibly adjust the corresponding pile positions.
[0047] The preparation method of the waste mud composite pipe pile in this embodiment is as Figure 3 shown, and includes the following steps:
[0048] S1. Determine the relevant parameters of the precast pipe pile core 1 and the waste mud curing liquid 2, including the hole-forming diameter of the rock and soil layer, etc.; before using the long auger drill 4 to drill holes, according to the design drawings, use total station and other equipment to carry out pile position layout to ensure the accuracy of the pile position; during the drilling process, in order to prevent sand from invading the grouting hole and causing blockage of the slurry conveying pipeline, the construction personnel need to tightly block the drill bit grouting hole at the initial stage; use the long auger drill 4 to drill to the set soil layer, and the drilling hole diameter is 200mm larger than the diameter of the precast pipe pile core 1, and prepare the waste mud and soft soil curing agent discharged from the drilling into the waste mud curing liquid.
[0049] During the drilling process, control the waste mud index to keep the hole wall stable and prevent hole collapse; during the drilling process, collect the generated waste mud through the external circulation system into a designated container, and carry out moisture content treatment to change the moisture content of the waste mud. In this embodiment, the moisture content of the treated waste mud is about 35%.
[0050] When the waste mud curing liquid 2 is used as the grouting material, refer to the fluidity, fluidity loss over time and bleeding rate indexes of the cement-based single-liquid synchronous grouting material. Considering the on-site utilization of the generated waste mud and grouting in the project, there is no need for transportation and long-term storage, so the fluidity loss index of the waste mud curing liquid 2 over time can be not considered, as long as it is ensured that the fluidity of the waste mud curing liquid 2 is still not less than 160mm after 30 minutes; put the waste mud and the HR soft soil curing agent into the mechanical mixer respectively, and fully mix and stir the mixture in the mechanical mixer to obtain the grouting material, that is, the waste mud curing liquid 2; the on-site preparation of the waste mud curing liquid 2 can greatly reduce the long-term transportation of the grouting material and the influence of the transportation process on the grouting material, and save the construction time cost.
[0051] S2. Lift the drill bit to open the slurry injection hole of the drill bit. Then extend the drill bit of the long auger drill 4 to the designed depth, start the high-pressure pump, and inject the waste mud solidifying liquid into the hole at a grouting pressure of 2 - 3 MPa. When starting to grout, the drill bit needs to rotate at the bottom of the hole for a period of time to effectively replace the soil at the bottom of the hole. After 2 waste mud solidifying liquids have accumulated on the bottom area of the hole, lift the drill bit upward and continue grouting. The standard for forming the pile hole should meet the requirements of no hole collapse, no necking, and being able to smoothly sink the precast pipe pile core 1. Stop spraying slurry until the liquid level of the solidifying liquid is stable without hole collapse and the liquid level is about 1 m higher than the groundwater level, and complete the operation of forming the hole for the retaining wall.
[0052] During the process of forming the hole for the retaining wall, the change of the liquid level is monitored in real time through the liquid level sensor. The sudden drop of the liquid level reflects the local collapse of the hole wall. Synchronously, during the grouting process, the grouting pressure is monitored through the pressure sensor built in the drill pipe. The abnormal fluctuation of the pressure reflects the loosening or collapse of the soil body of the hole wall.
[0053] When the liquid level of the waste mud solidifying liquid 2 is stable and reaches the designed elevation, the grouting operation can be stopped and the pile sinking work can start. The purpose of performing partial grouting work before pile sinking is to solidify the disturbed soil layer at the bottom of the hole. The waste mud solidifying liquid 2 penetrates into the soil layer around the bottom of the hole, squeezes out the water and air in the soil layer, makes the waste mud solidifying liquid 2 fill the voids in the soil layer, forms a stone body around the bottom of the hole, and at the same time, the soil layer around the stone body at the bottom of the hole is compacted, and the compression modulus of the soil layer is greatly improved. Therefore, the settlement of the pile tip piercing and the consolidation settlement of the soil layer under the pile tip are greatly reduced.
[0054] S3. Use a crane to perform the operation of implanting the pile. Place the precast pipe pile core 1 accurately into the pile hole, ensure that the pipe pile remains centered in the hole, and then measure the elevation of the pile top. After the precast pipe pile core 1 sinks to the designed elevation, start the supplementary grouting operation. Lower the supplementary grouting pipe 5 and place it between the outside of the precast pipe pile core 1 and the hole wall. A total of five grouting pipes 5 are used. The supplementary grouting operation is carried out multiple times. The first two supplementary groutings squeeze out the water and impurities between the outside of the precast pipe pile core 1 and the hole wall and in the through hole inside the pile. Wait for the liquid level of the waste mud solidifying liquid to sink, and then carry out the second supplementary grouting. The grouting pressure of the supplementary grouting operation is controlled within 1 - 2 MPa. When the waste mud solidifying liquid 2 is full and no longer penetrates and is not less than 50 cm higher than the pile top elevation, terminate the supplementary grouting and pull out the grouting pipe 5. The supplementary grouting process is completed before the initial setting of the waste mud solidifying liquid 2 to form a waste mud composite pipe pile.
[0055] S4. Immediately after construction, the core drilling method is used to detect the strength of the solidified waste mud liquid 2. Two core samples are taken at each of the positions 1 m, 3 m, and 5 m from the pile top for strength detection. The processing of the core sample specimens shall be carried out in accordance with the relevant provisions of the Technical Code for Testing of Building Foundation Piles JGJ106; the average cube compressive strength of the specimens made of the solidified waste mud liquid 2 at the age of 28 d under standard curing conditions shall meet the strength requirements of the outer envelope of the precast core pile composite pile in the Technical Code for Precast Core Pile Composite Piles DB42 / T 2221-2024.
[0056] The above are only the preferred embodiments of the present invention and are not intended to limit the present invention. For those skilled in the art, the present invention can have various changes and modifications. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention shall be included within the protection scope of the present invention.
Claims
1. A composite pipe pile for waste mud, characterized in that, It includes a precast pipe pile core, and the space between the precast pipe pile core and the pile hole wall is filled with waste mud curing liquid; circumferential grooves are arranged on the surface of the precast pipe pile core, and a plurality of the circumferential grooves are distributed at intervals along the length direction of the precast pipe pile core; the waste mud curing liquid includes waste mud and soft soil curing agent with a mass ratio of 10:(1-2.5).
2. The waste mud composite pipe pile according to claim 1, wherein The length of the circumferential groove is not greater than 1 / 2 of the circumference of the precast pipe pile core, and a plurality of the circumferential grooves are alternately distributed in a set orientation.
3. The composite pipe-type pile for waste mud according to claim 1, characterized in that, There is a through hole along the length direction at the center of the precast pipe pile core, and the through hole is filled with the waste mud curing liquid.
4. A preparation method of the waste mud composite pipe pile according to any one of claims 1-3, characterized in that, It includes the following steps: S1. Drill to a set soil layer, and prepare waste mud curing liquid by mixing the waste mud discharged from the drilling and the soft soil curing agent. S2. During the process of lifting the drill bit upward, spray the waste mud curing liquid from the nozzle of the drill bit onto the hole wall, and stop spraying the waste mud curing liquid until the hole wall does not collapse, and then lift out the entire drill bit. S3. Insert the precast pipe pile core into the drilled hole, sink a grouting pipe outside the precast pipe pile core, and inject the waste mud curing liquid through the grouting pipe to a set height to form a waste mud composite pipe pile.
5. The preparation method of the waste mud composite pipe pile according to claim 4, characterized in that, In S1, the drilling diameter is 150-200 mm larger than the outer diameter of the precast pipe pile core.
6. The preparation method of the waste mud composite pipe-shaped pile according to claim 4, characterized in that, In S1, the preparation method includes: mixing the waste mud and the soft soil curing agent in a set ratio and stirring evenly.
7. The preparation method of the waste mud composite pipe pile according to claim 4, characterized in that In S2, after the drill bit reaches the set depth, lift the drill at a constant speed, and at the same time, spray the waste mud curing liquid under high pressure through the nozzle of the drill bit; make the curing liquid spray evenly along the gaps of the spiral blades until the liquid level of the curing liquid is stable and does not collapse the hole, and the liquid level is about 1 m higher than the groundwater level, and then stop spraying the slurry to complete the operation of forming a hole with a protective wall. Or, in S2, the liquid level change is monitored in real time through a liquid level sensor, and the sudden drop of the liquid level reflects the local collapse of the hole wall; or during the grouting process, the grouting pressure is monitored through a pressure sensor built in the drill pipe, and the abnormal fluctuation of the pressure reflects the loosening or collapse of the soil body of the hole wall.
8. The preparation method of the waste mud composite pipe pile according to claim 4, characterized in that, In S3, sink the grouting pipe into the through hole of the precast pipe pile core, and inject the waste mud curing liquid into the through hole to a set height.
9. The preparation method of the waste mud composite pipe pile according to claim 4, characterized in that In S3, after the grouting is completed, cure for a set time.
10. The preparation method of the waste mud composite pipe pile according to claim 4, characterized in that, It includes step S4. Take samples and detect the pile surrounding medium formed by the waste mud curing liquid in the through hole and the periphery of the precast pipe pile core.